Hwu Technical Manual Potable Water 2004-04-27

7/27/2019 Hwu Technical Manual Potable Water 2004-04-27

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Henderson Water Utility 4/27/04

Potable Water Manual

Technical Manual

Requirements and Specifications

For

Potable Water Facilities

Henderson Water Utility

Henderson, Kentucky

April 27, 2004


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Henderson Water Utility 4/27/04


TABLE OF CONTENTS

SECTION PAGE

1.1 INTRODUCTION .....................................................................................................1

1.2 PURPOSE..................................................................................................................2

1.3 GENERAL CRITERIA .............................................................................................2

1.4 GENERAL SPECIFICATIONS ................................................................................7

1.4.1 GENERAL

1.4.1.1 SCOPE ........................................................................................................ 10

1.4.1.2 DESIGNATION OF PARTIES .................................................................. 10

1.4.1.3 SAFETY ..................................................................................................... 10

1.4.1.4 PRODUCT DELIVERY, STORAGE & HANDELING............................ 101.4.1.5 COOPERATION ........................................................................................ 11

1.4.1.6 NOTIFICATION ........................................................................................ 11

1.5 MATERIAL SPECIFICATIONS ............................................................................ 11

1.5.1 PIPE

1.5.1.1 PVC PIPE.................................................................................................... 11

1.5.1.2 DUCTILE IRON PIPE ............................................................................... 12

1.5.2 FITTINGS............................................................................................................ 13

1.5.3 VALVES.............................................................................................................. 13

1.5.4 FIRE HYDRANTS AND FLUSH HYDRANTS ................................................ 161.5.5 CASING PIPE FOR BORE OR DITCH CROSSING......................................... 17

1.6 EXECUTION........................................................................................................... 17

1.6.1 TRENCH EXCAVATION .................................................................................. 17

1.6.2 LAYING OF PIPE............................................................................................... 20

1.6.3 LOCATOR WIRE & TAPE ................................................................................ 27

1.6.4 FIELD QUALITY CONTROL............................................................................ 27

1.7 WATER SERVICE LINE & METER SETTER SPECIFICATIONS..................... 30

1.7.1 PRODUCTS......................................................................................................... 30

1.7.2 EXECUTION....................................................................................................... 31

1.7.3 FIELD QUALITY CONTROL............................................................................ 31

1.8 STANDARD DRAWINGS


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Henderson Water Utility - 1 - 4/27/04


1.1 INTRODUCTION

This document is a technical guide for the construction of new potable water facilities to

serve existing and new development. The information contained herein outlines the policies,

procedures, and technical requirements as approved by the Henderson Water and Sewer

Commission. The intent is to establish uniform policies and procedures for the constructionand acceptance of potable water facilities that will provide efficient, reliable service and are

compatible with the existing potable water system.

HWU and the Henderson Water and Sewer Commission reserve the right to add to these

procedures as may be necessary in order to achieve the required service to its customers.

The HWU Chief Engineer is responsible for working with developers and others subject to

the procedures and specifications contained herein and may be contacted by telephone at

(270) 826-2824. The System Operations office is located at 230 N. Alvasia Street,

Henderson, KY 42420.

Provision of Potable Water Facilities

HWU reserves the right to design and construct all improvements to the potable water system

for existing and new developments. HWU realizes that in certain instances it may be in the

best interest of all concerned for HWU to allow others to design and construct potable water

facilities that are to become part of HWUs System. Before others are allowed to provide the

construction of these facilities, the agreements specified herein must be properly executed,

and all required licenses, permits, easements and rights of way obtained and copies provided

to HWU, including recorded copies of all easements and rights of way.

Water System Extensions

The procedures in this manual will apply to extensions to furnish general water service to a

prospective customer or group of prospective customers including new developments. The

customer(s) being served are expected to pay the cost of the extension unless prior agreement

has been made with HWU to share the cost.

Any additions to the public potable water system made as a result of an agreement with

HWU, shall become the property of HWU who reserves the right to further extend the lines

or provide other facilities it deems necessary and the customer(s) would not qualify for any

refund of the cost of the newly extended section.

If a line extension is to be built on general road frontage or farmland, the extension will

generally stop at a point just past the last point of service. However, in order that the right of

way be available for future use, HWU will generally require that the customer grant a right-

of-way over the entire frontage.


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HWU may require developers or others requesting line extensions to pay the full cost of off-

site improvements necessary to serve a development when the development benefits from the

improvement or constructing the improvement is necessary to serve the development.

1.2 PURPOSE

The regulated potable water in Henderson lies on both public and private property. Portions

of the potable water infrastructure are constructed through the HWU capital improvements

projects and portions are constructed through private residential, commercial, and industrial

development. In many cases, the HWU may ultimately become the owner of the potable

water infrastructure constructed by private development. To responsibly regulate the potable

water infrastructure, a consistent quality of construction is necessary regardless of the entity

financing and managing the construction.

The purpose of this manual is to provide standards to assure quality in the design and

construction of potable water infrastructure that becomes a part of that owned or regulated by

the HWU by providing standard design criteria to the engineers who design theinfrastructure. The manual establishes uniformity in design assumptions and general

methods of design. The manual also sets policy regarding design standards and

specifications and provides for uniform interpretation of the specifications. Finally, the

manual outlines the required calculations and design applicable to all potable water

infrastructure.

This manual draws heavily on technical information and design criteria used in numerous

city and state manuals and is thus similar in may instances to those manuals. However, this

manual has been tailored to fit Henderson County and contains important provisions that are

unique to this area.

1.3 GENERAL CRITERIA

The following is a list of procedures to be followed by a developer or others who wish to

design, finance, and construct potable water system facilities line that will become a part of

the HWU system. These procedures must be followed in order for the proposed potable

water system facilities to be considered for acceptance and connection to the HWU system.

Design Criteria

All designs shall comply with HWUs Technical Manual for Potable Water Facilities.

The following is a list of minimum design criteria required of any water facility to beapproved to connect to the HWU system.

1. Pipe size and material shall be as determined by HWU consistent with state of the artengineering practices. PVC pipe C-900 and C-905; or cement lined ductile iron pipe,

Pressure Class 350, shall be a minimum and shall be manufactured and installed in


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accordance with the specifications contained herein. Higher-class pipe may be

required as deemed necessary by HWU. Any 8-inch or smaller distribution piping

located in areas served directly by the HWU North Water Treatment Plant without

passing through a storage tank and any pipe larger than 8 inches shall be ductile iron

pipe. All pipelines shall be a minimum of 8-inch diameter, unless otherwise approved

in writing by HWU. Where a water main dead ends at the end of a cul-de-sac and isdeemed by HWU to not likely be extended in the future, the water main may be

reduced to a 2-inch HDPE pipe around the head of the cul-de-sac. Poly-wrap is

required for all ductile iron pipe installations.

2. The pipeline shall be installed on a level bottom with holes for the bells cut at eachjoint and bedded with select material. Mechanical restraint retainer glands shall be

used on all fittings in accordance with the specifications contained herein.

3. Fire hydrants shall be installed not more than 600 feet apart. Where in HWUsjudgment the line may be extended in the future, fire hydrants shall be installed on all

dead-in lines in accordance with the specifications contained herein. In othersituations, HWU may allow the installation of flush hydrants (minimum 2 inch

outlet with 3-inch D.I. barrel).

4. Gate valves for lines smaller than 16 or butterfly valves for lines 16 and larger shallbe spaced at a maximum of 600 feet. Gate or butterfly valves shall also be provided

at all branch lines and at the tie-in to the existing line. At line tee connections, 3

valves shall be installed. A valve shall be installed at the end of every line followed

by a full section of pipe and end cap unless otherwise approved in writing by HWU.

Hydrant valves shall be installed with a 6 tee installation and no other taps or

services. The hydrant valve shall isolate the hydrant only. Valves to be located

outside roadway unless approved by HWU.

5. Dead-end lines will not be allowed if HWU determines that connections can be madeto loop the system.

6. The maximum working pressure shall not be more than two thirds of the pressurerating of the pipe.

7. Air release valves shall be located at significant high points in the constructedfacilities. Significant high point is considered to occur at a change in elevation of one

pipe diameter or greater.

8. Casing pipes shall be sized to accommodate the next higher diameter carrier pipe.The casing pipe shall be placed a minimum of five (5) feet past the ditch or toe-of-

slope or as required by the owner of the right-of-way being crossed.


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9. Water mains shall be laid at least 10 feet horizontally from any existing or proposedsewer. A sewer is defined as any conduit conveying fluids other than potable water.

The distance shall be measured from the outside of each pipe wall. Water lines

crossing sewer mains shall have a vertical distance of 18 inches between the outside

of the water main and the outside of the sewer. If a water line is to be laid beneath a

sewer main, the sewer main shall be constructed of ductile iron pipe with one fulllength of pipe centered on the water main. At all crossings, one full length of the

water main pipe shall be located so both joints will be as far from the sewer as

possible. Special structural support for the water and sewer pipes may be required.

10.Ductile iron lines within a 200-foot radius of oil or gasoline lines, undergroundstorage tanks, petroleum storage tanks, or pumping stations shall be constructed using

pipe joint materials which are resistant to permeation of the petroleum products.

11.Any over-dig required for boring operations or any other reason shall be backfilledwith #9 stone up to and including bedding for pipe.

12.The results of water sample analyses from disinfection shall be distributed toKentucky Division of Water and HWU.

13.The construction drawings shall include a profile of the water line.14.Where the facilities are being constructed to serve residential, commercial, or

industrial lots; the developer shall install the water service line and appurtenances in

accordance with the information contained herein. For residential lots a double meter

box and hanger setting, placed on the property line between the two lots, shall be

installed where possible. One-inch soft copper service line shall be installed for

double meter settings and soft copper service line shall be installed for singlemeter settings.

15.For ditch or waterway crossings 15 feet or greater in width, the following shallgenerally be provided; however, because of the variability in the different crossings

each will be evaluated on a case by case basis:

a. The pipe shall be of special construction, having flexible watertight joints;b. Valves shall be provided at both ends of water crossings so that the section

can be isolated for testing or repair; the valves shall be easily accessible, and

not subject to flooding; and the valve closest to the supply source shall be

supplied with a test point.

16.For ditch or waterway crossings less than 15 feet in width, restrained joint gasketsshall be used on the ductile iron pipe.


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17.Water mains shall be designed and built so that they generally run adjacent to, butoutside of the road rights-of-way in dedicated utility easements. Easements for water

lines shall be a minimum of 12 feet in width. Easements for water and sewer lines

running parallel shall be of sufficient width to maintain a minimum of 10 feet of

separation between the adjacent edges of the water and sewer lines. Easements for

water lines running parallel shall be of sufficient width to maintain a separationbetween the adjacent edges of the parallel sewer lines based on the formula (invert

depth in feet/2) or 5 feet minimum. The outer edge of the easement for single and

parallel lines shall be a distance from the outside edge of the pipe(s) based on the

formula (invert depth in feet/2) or 5 feet minimum.

18.Easements wider than those described herein may be required at HWUs discretion.19.Water storage tanks, chlorine boosters, and booster pump stations will be designed in

accordance with all applicable standards under separate contracts with the HWU.

HWU will only accept fluted column or concrete composite elevated storage tanks

unless it can be demonstrated that the life cycle costs of other types of tanks are lessthan fluted column or composite. Specific requirements for these improvements will

be as directed by HWU based on the specific applications and in accordance with the

HWU Standard Specifications for Elevated Water Storage Tank.

20.Water lines shall be designed so that an individual meter can be installed to serveeach building, except for out buildings on residential lots.

21.Water lines installed on a slope greater than 20 degrees shall be approved on a caseby case basis by HWU.

Other

1. In no case shall any existing valve be operated by other than HWU personnel.2. Any new section of water line must be ready for use before disinfection isaccomplished.


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MATERIALS CHECKLIST

PIPE DI (DUCTILE IRON)

Pressure Class 350; AWWA/ANSI C151/A21.51

Cement Mortar Lined with Bituminous Seal Coat

Clow, Griffen, US Pipe or approved equal

PVC PIPE AWWA C900-81 and C905-81Pipe 4 thru 12 diameter 150psi Pressure Class; Dimension ratio DR 18

Pipe larger than 12 diameter 165psi Pressure Class; Dimension ratio DR 25

J-M Manufacturing Co. or approved equal

FITTING DI (DUCTILE IRON)

Class 350; Mechanical Joint

AWWA/ANSI C153/A21.53

Cement Mortar Lined with Bituminous Seal Coat

Tyler, Clow, Griffen or approved equal

GATE VALVE Resilient Seat

Rated Working Pressure 200 psi

Mechanical Joint; AWWA C509

Kennedy, Mueller or approved equal

AIRRELEASE VALVE

ANSI/AWWA C512Made from Non-Corrodible Materials

Bronze Saddle, Corp Stop, and Globe Valve Required

APCO Model 200 or 200A or approved equal

TAPPING VALVE Resilient Seat

AWWA C509

Rate Working Pressure 200 psi

Flanged x Mechanical Joint

AWWA C550 Fusion Bonded Epoxy Coating

Kennedy, Mueller or approved equal

TAPPING SLEEVE Stainless Steel

Flanged

Rated Working Pressure 200 psi

ASTM A126Kennedy, Ford or approved equal

CASING Steel

AWWA C-200

Minimum 0.250 Wall Thickness

Neither Coated nor Wrapped

VALVE BOXES Adjustable Cast Iron

Covers Marked Water

4 Inside Diameter

Screw Type

Tyler/Union or approved equal

FIRE HYDRANTS AWWA C502-80

Kennedy Model K81A

RETAINER GLANDS Ductile Iron PVCMeg-a-lug (Ebaa Iron), Uniflange Wedge Action Retainer (Ford) or

approved equal


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1.4 GENERAL SPECIFICATIONS

General Notes, Legend, And Map Index

1.Name of development; name, address, and telephone number of developer in lowerright-hand corner of plans.

2. Names of existing utilities and telephone numbers3. Vicinity map (highlighting proposed extension).4. Sheet index.5. Legend as follows:

LEGEND


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6. General notes as follows:a. The contractor is prohibited from excavating by KRS Chapter 367 until existing

underground utilities have been located by properly notified utility companies.

Utility locations are approximate and based on information provided by others.

Phone numbers for known utilities in the area are shown on this sheet, however other

utility companies may also have facilities in the project area. Contractor shallidentify and contact all utilities per legal requirements.

b. Existing water line locations shown hereon are approximate and based on as built

drawings provided by owner.

c. All ductile iron pipe shall be in accordance with Part 2 Products of the technical

specifications.

d. Main line tie-ins and meter reconnections shall be coordinated and scheduled such

that water service shall not be disrupted for more than two hours in a single twenty-

four hour period. Disrupted service periods shall be limited to mid-morning and mid-

afternoon.

e. Contractor shall perform reconnection work, if required, on the customers side of the

meter under supervision of a licensed plumber. Compliance with all state and federalregulations, including obtaining required permits, shall be the responsibility of the

general contractor. Said work shall be coordinated with the property owner on whose

land the meter is located.

f. Contractor shall be responsible for maintenance of traffic in accordance with KYDOT

requirements. Contact Kentucky Transportation Cabinet District Office for traffic

control manuals.

g. All new temporary construction easements are 30 wide centered on pipeline as

shown. All new permanent water line easements are 12 wide except as specified

herein and noted.

h. All blacktop (BT) driveways shall be bored without casing.

i. All meters over 85 psi shall have an individual pressure-reducing valve installed withtandem setter at meter.

j. Prior to construction, contractor shall have on hand all appropriate repair sleeves, etc,

to quickly correct damage to all sizes and material of existing waterlines. Soundings

and hand excavation shall be necessary to avoid damaging existing lines.

k. Contractor shall comply with all local, state, and federal regulations pertaining to

existing asbestos cement pipe.

l. Water lines shall be disinfected in accordance with the specifications.

Water Line Plan Sheet

1. Minimum 24 x 36 sheet.2. Title block3. Name, address, and telephone number of developer

4. Name, address and telephone number of engineer

5. Professional engineer seal and signature

6. Sheet number


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7. North arrow

8. Scale (minimum 1 = 100)

9. Date

10.Right of way (designate city, county or state)11.Show waterline easements12.Property owners, deed book and page numbers of recorded plat13.Show all existing utilities in project area14.Show all new proposed utility lines15.Show detail of tie in to existing lines16.Show size of lines and class of pipe17.Show meter locations18.Show gate valves19.Show fire hydrants or flush hydrants at end of line20.Show match lines with station number reference21.Cross-reference the plan sheets at road intersections22.Show length and size of steel casing pipe for road bores or open cut23.Show distance to waterline from centerline of road or other visible permanent topography24.Provide detail information for all road, creek, and railroad crossingsSTANDARD DETAIL DRAWINGS

Standard details must be included in the drawings if any of the items listed below are used:

1. Fire Hydrant Assembly (profile view) HWU001.DWG2. Flush Hydrant Assembly (profile view) HWU002.DWG3. Test Connection Point HWU003.DWG4. Accordion Gate Valve and Box (in street) HWU004.DWG5. Valve placement at tees (plan view) HWU005.DWG6. Service tap HWU006.DWG7. 5/8 to 1 Single Meter Setting HWU007.DWG8. 1 Dual Meter Setting HWU008.DWG9. Meter and box placement HWU009.DWG10.Thrust blocking HWU0010.DWG11.Water main: open cut Installation HWU0011.DWG12.Water main: ditch or Stream crossing HWU0012.DWG13.Proposed water line under Proposed sewer line HWU0013.DWG14.Cased water line crossing Under roadway HWU0014.DWG15. Casing detail HWU0015.DWG

16. Air Release Valve HWU0016.DWG


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1.4.1 GENERAL

1.4.1.1 SCOPE

1.4.1.1.1 The work to be accomplished under this section of the Specifications consists

of the furnishing of all labor, materials, equipment, and services necessary forthe construction of potable water mains and appurtenances as shown on the

Drawings and more fully described herein.

1.4.1.2 DESIGNATION OF PARTIES

1.4.1.2.1 The City of Henderson, Henderson Water Utility is the utility having

jurisdiction and supplying water and/or sewer service and is referred to herein

as Henderson Water Utility and abbreviated as HWU.

1.4.1.2.2 Contractor shall refer to the party or parties who have been retained by either

HWU or others to perform the construction work.

1.4.1.2.3 Engineer refers collectively to the HWU General Manager, an Engineer in

responsible charge working under contract to HWU or in the employ of

HWU, or an Engineer in responsible charge working in the employ of a

developer working under an Infrastructure Development Agreement.

1.4.1.2.4 Owner refers collectively to HWU or to a developer working under an

Infrastructure Development Agreement.

1.4.1.3 SAFETY

All work shall be carried out in strict accordance with all applicable rules and regulations of

the Kentucky Labor Cabinet, Division of Occupational Safety and Health, and, for projects

contracted directly with HWU, the document titled HWU Safety Policies.

1.4.1.4 PRODUCT DELIVERY, STORAGE AND HANDLING

1.4.1.4.1 Care shall be exercised in transporting and handling to avoid damage to pipe

and fittings, and all appurtenances.

1.4.1.4.2 Materials shall be stored in an enclosure or under protective coverings if

required by the engineer to prevent damage.

1.4.1.4.3 Materials shall not be stored directly on the ground.

1.4.1.4.4 The inside of pipes and fittings shall be kept free of dirt and debris.


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1.4.1.4.5 Contractor shall inspect materials furnished by HWU at delivery and shall

replace at his own expense all materials found defective after delivery.

Contractor shall report to HWU immediately upon finding defects in any

material supplied by HWU. Contractor shall furnish all materials and labor

required for replacement of installed materials found to be defective or

damaged after delivery.

1.4.1.4.6 HWU reserves the right to reject any materials that do not comply with these

standards.

1.4.1.5 COOPERATION

Cooperation with the Owner concerning construction activities is required.

1.4.1.6 NOTIFICATON

The Contractor shall give the Owner or Owners representative a minimum of 48 hoursnotice before starting construction. Where a public roadway must be closed, notify all safety

agencies and the general public in accordance with local, state and federal regulations.

Where a private driveway must be closed, provide the resident a minimum 48 hours

advanced notice. Non-residential private driveway crossings shall be done so that continual

access is maintained.

1.5 MATERIAL SPECIFICATIONS

1.5.1 PIPE

1.5.1.1 PVC PIPE

1.5.1.1.1 PVC pipe 4 thru 12 diameter for potable water main shall conform to

AWWA C900-81, 150 psi pressure class, dimension ratio DR 18. Pipe larger

than 12 diameter shall conform with AWWA C905-81, 165 psi pressure

class, dimension ration DR 25. Joints shall be of the push-on type as

specified.

1.5.1.1.2 PVC pipe with rubber gaskets shall conform to dimensions and tolerances:

ASTM D-2241, ASTM D-2122, and National Sanitation Foundation F-14

1.5.1.1.3 Materials: ASTM D-1784 and National Sanitation Foundation for potablewater use. Pipe and couplings shall be made of virgin PVC compounds with a

cell classification of 12454-A or 12454-B. The hydrostatic design basis rating

shall be 4,000 psi for water at 73.4 degrees F (23 degrees C).

1.5.1.1.4 Joints and seals: ASTM D-3139 and ASTM F-477.


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1.5.1.1.4 Lubricants: Compatible with PVC materials and approved for use in potable

water line pipe.

1.5.1.1.5 Each piece of pipe shall bear the manufacturers name or trademark, and the

National Sanitation Foundation (NSF) mark of approval.

1.5.1.2 DUCTILE IRON PIPE

1.5.1.2.1 Ductile iron pipe shall be designed and manufactured in accordance with the

latest revision of ANSI/AWWA C150/A21.50 for a minimum 150 psi (or

project requirements, whichever is greater) rated working pressure plus a 100

psi surge allowance (if anticipated surge pressures are other than 100 psi, the

actual anticipated pressure should be used); and a 2 to 1 factor of safety on the

sum of working pressure plus surge pressure.

1.5.1.2.2 Ductile iron pipe shall be manufactured in the U.S.A. in accordance with thelatest revision of ANSI/AWWA C151/A21.51. Each pipe shall be subjected

to a hydrostatic pressure test of at least 500 psi at the point of manufacture.

1.5.1.2.3 Pipe shall have standard asphaltic coating on the exterior. Pipe shall also have

a cement-mortar lining on the interior in accordance with ANSI/AWWA

C104/A21.4, or latest revision.

1.5.1.2.4 The class or nominal thickness, net weight without lining, and casting period

shall be clearly marked on each length of pipe. Additionally, the

manufacturers mark, country where cast, year in which the pipe was

produced, and the letters DI or DUCTILE shall be cast or stamped on thepipe.

1.5.1.2.5 All pipe shall be furnished with Push-on Type Joints, such as Tyton or

Fastite. Joints shall be in accordance with ANSI/AWWA C111/A21.11, of

latest revision, and be furnished complete with all necessary accessories.

1.5.1.2.6 Fittings shall be manufactured in the U.S.A. and be ductile iron. Fittings shall

conform to the latest revision of ANSI/AWWA C153/A21.53. Fittings shall

have a standard asphaltic coating on the exterior. Fittings shall also have a

cement-mortar lining on the interior in accordance with ANSI/AWWA

C104/A21.4, or latest revision.

1.5.1.2.7 Fittings and accessories shall be furnished with Mechanical Type Joints in

accordance with ANSI/AWWA C111/A21.11, or latest revision.


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1.5.1.2.8 All pipe, fittings and accessories shall be installed and tested in accordance

with the latest revision of ANSI/AWWA C600.

1.5.1.2.9 Polyethylene protection wrapping will be required for all ductile iron

installations. Polyethylene shall be either 4 mil. HDCL or 8 mil. LLD

installed in accordance with AWWA C105.

1.5.2 FITTINGS

1.5.2.1 Fittings for water lines shall be ductile iron fittings in accordance with

ANSI/AWWA C153/A21.53) and shall conform to the details and dimensions

shown therein. Fittings shall have mechanical joints meeting the requirements

of ANSI/AWWA C111/A21.11). Fittings shall have interior cement-mortar

lining as specified for the pipe.

1.5.2.2 Mechanical joints shall be bolted and of the stuffing box type and shall consist

of a bell, with exterior flange and interior recess for the sealing gasket, a pipeor fitting plain end, a sealing gasket, a follower gland, tee-head bolts and

hexagon nuts.

1.5.2.3 All mechanical joint connections shall be made using restraining joint glands.

1.5.2.3.1 Meg-A-Lug type fittings specific to the pipe material or other mechanical

restraining system approved in writing by HWU shall be used.

1.5.2.3.2 All restraining joint glands to be installed according to manufacturer

specifications concerning torque.

1.5.3 VALVES

1.5.3.1 GATE VALVES

1.5.3.1.1 All gate valves shall conform with the latest revision of AWWA C-509

Standard for Gate Valves - 3 inch through 48 inch - For Water and Other

Liquid. Valves shall be manufactured by Mueller, M&H, American Valve

and Hydrant, U.S. Pipe, or Kennedy.

1.5.3.1.2 All gate valves shall be of the resilient seat type, ductile iron body, non-rising

stem, fully bronze mounted and suitable for water working pressures of 150psi., unless otherwise indicated in the drawings. Valves shall be of standard

manufacturer and of the highest quality both as to materials and workmanship.

1.5.3.1.3 All gate valves shall be furnished with mechanical joint end connections,

unless otherwise shown on the Drawings or specified hereinafter.


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1.5.3.1.4 All gate valves shall have the name or monogram of the manufacturer, the

year the valve casting was made, the size of the valve, and the working water

pressure cast on the body of the valve.

1.5.3.1.5 Each gate valve installed in the ground shall be installed in a vertical positionwith a valve box. Gate valves set with valve boxes shall be provided with a 2-

inch square operating nut and shall be opened by turning to the left

(counterclockwise).

1.5.3.1.6 Gate valves shall be sized and installed at locations shown on the drawings.

1.5.3.2 BUTTERFLY VALVES

1.5.3.2.1 All butterfly valves shall be of the tight closing, rubber seat type with rubber

seats, which are recess mounted and securely fastened to the valve body or to

the valve disc. Valves shall be rated for 150 psi pressure. Valve discs shallrotate 90 degrees from the full open position to the tight shut position. Valves

shall meet the full structural requirements of the application classes of

AWWA C504, latest revision.

1.5.3.2.2 Valve bodies shall be constructed of ductile iron and shall have integrally cast

mechanical joint ends. Two (2) trunnions for shaft bearings shall be integral

with each valve body. Body thickness shall be strictly in accordance with

AWWA C504. Valves shafts shall be constructed of stainless steel or of other

approved construction.

1.5.3.2.3 The disc shall be constructed of any material described in AWWA C504,Section 3.4. All disc seating edges shall be smooth and polished. Valve

shafts shall be a one-piece unit extending full size through the valve disc and

bearings. Valve seats shall be a natural rubber to a synthetic compound and

shall be mounted in body or on the disc. Disc mounted seats shall be

mechanically retained; body mounted seats shall be bonded to the valve body.

Bonded-in seats must be simultaneously molded in, vulcanized and bonded to

the body and the seat bond must withstand 75 pounds pull under test

procedure ASTM D429, Method B. Valves shall be fitted with sleeve type

bearings. Bearing load shall not exceed 2,500 psi. Valves shall be as

manufactured by Henry Pratt Company, Aurora, Illinois; Dresser; or

American-Darling.

1.5.3.2.4 The operators shall be the traveling nut type, AWWA C504, Class 150B. All

operators shall be fully gasketed and grease packed and designed to withstand

submersion in water to 10 psi. The number of turns to move from fully open

to fully closed shall closely resemble conventional distribution valve practice


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to minimize water hammer. The operator shall be equipped for buried

service.

1.5.3.2.5 All surfaces of the valve shall be clean, dry, and free from grease before

painting. The valve interior surfaces except seating surfaces shall be evenly

coated with black asphalt varnish in accordance with Federal SpecificationsTT-C-494 B and AWWA C504.

1.5.3.2.6 Hydrostatic and leakage tests shall be conducted in strict accordance with

AWWA C504, Section 5.

1.5.3.2.7 Butterfly valves installed in the ground shall have the operator nut in a

vertical position for use in the valve box.

1.5.3.2.8 Butterfly valves shall be sized and installed at locations shown on the

Drawings.

1.5.3.3 AIR RELEASE VALVES AND BOXES

1.5.3.3.1 Air release valves and boxes shall be installed at the high points in the lines as

shown on the Drawings. Air valve stems shall be connected to the main by a

corporation stop. Valves shall be suitable for average working water pressure

of 300 psi, have a 2-inch large orifice and a 3/32-inch small orifice. Valves

shall be equipped with cast iron body and cover, stainless steel float, Buna-N

seat and bronze linkage. Air release valves shall be APCO Model 200 or

200A or approved equal.

1.5.3.3.2 Air release valves shall be connected to the main by a corporation stop withinside I.P.S. threaded outlet. The inlet pipe to the valve shall be 304 stainless

steel pipe with I.P.S. male threaded ends.

1.5.3.3.3 The air valve boxes shall be a straight section of 36 RCP with standard

manhole frame and lid, and shall be set on a crushed stone or gravel base.

1.5.3.4 TAPPING SLEEVES AND VALVES

1.5.3.4.1 Tapping sleeves shall be suitable for working pressures of 150 psi.

1.5.3.4.2 Tapping sleeves for connections to existing water lines shall be two-piecefabricated saddles of all stainless steel construction with stainless steel or

ductile iron flanges. Saddle bolts are to be stainless steel.


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1.5.3.4.3 Tapping valves shall be of the mechanical joint type suitable for working

pressures of 150 psi and shall be Mueller No. H-667, American Valve and

Hydrant No. 565, M&H No. 751, Kennedy Figure 4950 or approved equal.

1.5.3.4.4 Line tapping materials shall be supplied and installation performed by HWU

personnel.

1.5.3.5 VALVE BOXES

1.5.3.5.1 Valve boxes shall be of 5-1/4 inch, standard cast iron, two or three piece,

screw type valve box with drop cover marked WATER. Valve boxes and

covers shall be as manufactured by Tyler Corporation, Opelika Foundry,

Bingham & Taylor, or approved equal.

1.5.4 FIRE HYDRANTS AND FLUSH HYDRANTS

1.5.41 FIRE HYDRANTS

1.5.4.1.1 Fire hydrants shall conform in all respects to the requirements of AWWA

C502, latest revision. The hydrant barrel shall have a safety breakage feature

above the ground line. All hydrants shall have 6-inch mechanical joint shoe

connection; two 2-1/2-inch hose discharge nozzles and one 4-1/2-inch pumper

nozzle. The nozzle connection threads shall be National Standard Threads

(N.S.T.). The main valve shall have 5-1/4-inch full opening and be of the

compression type, opening against water pressure so that the main valve

remains closed should the barrel be broken off. Each nozzle is to be protected

by nozzle caps. The caps shall be furnished with a 1-1/2-inch pentagonal

opening nut, gaskets and attachment chains.

1.5.4.1.2 Hydrants shall be furnished for a minimum 3-6 bury depth. The Contractor

is responsible to provide adequate hydrant barrel length for proper installation

in accordance with the standard drawings and the manufacturers

recommendations.

1.5.4.1.3 The hydrants shall be fully bronze mounted. The main valves shall have a

threaded bronze seat ring assembly of such design that is easily removable by

unscrewing from a threaded bronze drain ring. Drainage waterways shall be

completely bronze to prevent rust and corrosion.

1.5.4.1.4 The operating stem shall be equipped with anti-friction thrust bearing to

reduce operating torque and assure easy opening. A stop shall be provided to

limit stem travel. Stem threads shall be enclosed in a permanently sealed

lubricant reservoir protected from weather and the waterway with O-ring

seals.


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1.5.4.1.5 Hydrants shall be Kennedy K81A.

1.5.4.2 FLUSH HYDRANTS

1.5.4.2.1 Flush Hydrants shall be Kupferle Eclipse 2 Post Hydrant (in pedestrian orvehicular traffic areas, M & H Flush Type Style 333 furnished with cast iron

box and cover) or approved equal.

1.5.4.2.2 Flush hydrants shall be installed at the locations shown on and in accordance

with the plans. Flush hydrants shall be installed with a reducer, valve, and

with the top flush with the ground or sidewalk. They shall not be installed on

a tap off the water main. A thrust block is required for flush hydrants the same

as for a fire hydrant. The flush hydrant shall be located on the easement with

good access for use.

1.5.5 CASING PIPE FOR BORE OR DITCH CROSSING

1.5.5.1 Casing pipe for water lines installed by road boring or in ditch crossings

where required on the drawings or bid documents shall be steel, plain end,

uncoated and unwrapped, have a minimum yield point strength of 35,000psi

and conform to ASTM A252 Grade 2 or ASTM A139 Grade B without

hydrostatic tests. The steel pipe shall have welded joints and be in at least 18-

foot lengths. Pipe shall be straight along the centerline axis within 1/50 of the

outside diameter. Pipe shall also be free from dents or humps due to damage

or variations in wall thickness.

1.5.5.2 For highway and ditch crossings, the minimum wall thickness of the casingpipe shall be 0.250 inches for 16 inch and smaller casings; 0.312 inches for 18

inch, 20 inch, and 22 inch casings, 0.344 for 24 inch and larger casings. For

railroad crossings casings shall have a minimum wall thickness of 0.344

inches.

1.5.5.3 Field lock gaskets shall be installed at all carrier pipe joints within all

encasement pipe and within one pipe length outside the casing on both ends.

1.6 EXECUTION

1.6.1 TRENCH EXCAVATION

1.6.1.1 Trenching shall be accomplished as described hereinafter. All excavation on

this project is unclassified and no additional payment will be made for rock

excavation unless a separate bid item is provided for rock excavation. Rock is

defined herein as hardpan or bedrock of such consistency as to not be


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breakable with standard excavating equipment, and specifically excludes any

rubble or boulders.

1.6.1.2 Unless otherwise directed by the Engineer, trenches in which pipes are to be

laid shall be excavated in open cut to the depths shown on the plans, or as

specified by the Engineer. Excavation in earth shall undercut the pipe to adepth below the required invert elevation that will permit laying the pipe in a

bed of granular material to provide continuous support for the bottom

quadrant of the pipe. The bedding shall be as set out in hereinafter.

1.6.1.3 Trenches shall be of sufficient width to provide free working space on each

side of the pipe and to permit backfilling around the pipe, but unless

specifically authorized by the Engineer, trenches shall in no case be excavated

or permitted to become wider than 2 feet 6 inches plus the nominal diameter

of the pipe at the level of or below the top of the pipe. If the trench does

become wider than 2 feet 6 inches at the level of or below the top of the pipe,

special precautions may be necessary, such as providing compacted, granularfill up to top of the pipe or providing the pipe with additional crushing

strength as determined by the Engineer after taking into account the actual

trench loads that may result and the strength of the pipe being used. The

Contractor shall bear the cost of such special precautions as are necessary.

1.6.1.4 All excavated materials shall be placed a minimum of 2 feet back from the

edge of the trench.

1.6.1.5 Prior to excavating the trench, Contractor shall pothole far enough ahead to

reveal obstructions that may necessitate changing the line or grade of the

pipeline, in order to avoid delays or the addition of avoidable fittings.

1.6.1.6 Unless specifically directed otherwise by the Engineer, not more than 100 feet

of trench shall be opened ahead of pipe laying work of any one crew, and not

more than 100 feet of open ditch shall be left behind the pipe laying work of

any one crew. Watchman or barricades, lanterns and other such signs and

signals as may be necessary to warn the public of the dangers in connection

with open trenches, excavation and other obstructions, shall be provided by

and at the expense of the Contractor. Conformance to all state highway

requirements shall be the responsibility of the Contractor when encroachment

on highway right-of-way is necessary.

1.6.1.7 When so required or when directed by the Engineer, only one-half of street

crossings and road crossing shall be excavated before placing temporary

bridges over the side excavated for the convenience of the traveling public.

All backfilled ditches shall be maintained in such a manner that they will offer

no hazard to the passage of traffic. The convenience of the traveling public


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and property owners abutting shall be taken into consideration. All public or

private drives shall be taken into consideration and shall be promptly

backfilled or bridged at the direction of the Engineer. Disposal of excavated

materials shall cause as little interference with the work as possible, and in

every case the disposition of materials shall be satisfactory to the Engineer.

Trenches in which pipes are to be laid shall be excavated in open cut to thedepths shown on the approved plans, cut sheets or as specified by the

Engineer.

1.6.1.8 Where conditions exist that may be conductive to slides or cave-ins, proper

and adequate sheeting, shoring and bracing shall be installed to provide safe

working conditions and to prevent damage to work. Trenches shall be kept

free of water during the laying of the pipe and until the pipeline has been

backfilled. All excavation shall be in accordance with OSHA and/or KOSHA

regulations. Where a trench box is used, the excavation shall be made such

that the box rests on undisturbed soil fully above the top of the installed pipe

to a maximum of two (2) feet or the maximum allowed by other regulation,whichever is less; to avoid disturbing the pipe bedding when the box is pulled

forward. Where sheeting or shoring is used, it shall be fully removed with the

completion of backfilling unless otherwise approved in writing by HWU.

1.6.1.9 Water line trenches shall be excavated to the depths shown on the plans or as

directed by the Engineer. If depths are not shown on the plans, all water lines

shall have 3-6 to 4-0 cover unless otherwise approved by the Engineer.

1.6.1.10 Dewatering of trenches shall be considered a part of trenching, at no extra cost

to HWU. Dewatering of trenches shall include ground water and storm or

sanitary sewage. Suitable pumping and other dewatering equipment are to beprovided by the CONTRACTOR, to insure the installation of the pipeline

structure in a dewatered trench and under the proper conditions. Dewatering

shall include all practical means available for prevention of surface runoff into

trenches and scouring against newly laid pipe.

1.6.1.11 Wherever pipelines are in, or cross, driveways and streets, the Contractor shall

be responsible for any trench settlement which occurs within these right-of-

ways within one (1) year from the time of final acceptance of the work. If

paving shall require replacement because of trench settlement within this

time, it shall be removed and/or replaced by the Contractor at no extra cost to

the Owner. Repair of settlement damage shall meet the approval of theEngineer, the City of Henderson, Kentucky, and/or the Kentucky Department

of Highways.


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1.6.2 LAYING OF PIPE

1.6.2.1 Laying Requirements

1.6.2.1.1 Pressure pipe shall be installed in accordance with AWWA C600, latest

revision, and laid to lines, cover or grades shown on the drawings. Waterlines installed on a slope greater than 20 degrees shall be approved on a case

by case basis by HWU.

1.6.2.1.2 Each segment of pipe must be swabbed out before lowering into trench. All

pipe shall be visually inspected for cleanliness and proper jointing.

1.6.2.1.3 The points insisted upon in the laying of pipe will be: Proper alignment,

evenness of width and depth of joints, perfection in jointing, and care of the

pipe in handling. Joint deflections shall not exceed one-half of the

manufacturers recommended maximum allowable.

1.6.2.1.4 Precautions must be taken to prevent flotation of the pipe should water enter

the trench prior to putting the pipeline into operation.

1.6.2.1.5 In wet, yielding and mucky locations where pipe is in danger of sinking below

grade or floating out of grade or alignment, or where the backfill materials are

of such a fluid nature that such movements of the pipe might take place during

the placing of the backfill, the pipe must be weighted or secured permanently

in place by such means as will prove effective. If crushed rock fill beneath

the pipe is necessary for stability, it will be paid for at the unit price bid per

ton of such material in place except in cases where instability is caused by

neglect of the CONTRACTOR.

1.6.2.1.6 Whenever pipe laying is stopped, the end of the pipe shall be securely plugged

with a watertight plug.

1.6.2.1.7 Elbows, plugs, dead end valves, and tees shall be firmly blocked, as shown on

the Drawings, to prevent internal pressure from springing the pipe from the

intended alignment, with permanent materials solidly placed without covering

pipe joints.

1.6.2.1.8 No pipe shall be laid resting on solid rock, blocking or other unyielding

objects. Jointing before placing in the trench and subsequent lowering ofmore than one section jointed together will not be allowed except as otherwise

stated herein or pre-approved by HWU.

1.6.2.1.9 When locating near sewer lines, the horizontal separation between water and

sewer lines should be at least 10 feet measured to the pipe wall exterior.


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Should location conditions prevent a horizontal separation of 10 feet, HWU

may allow a deviation on a case by case basis, if supported by data from the

engineer. Such deviation may be allowed if the sewer is laid in a separate

trench or if it is laid in the same trench with the water main located at one side

on a bench of undisturbed earth. In either case, the elevation of the crown of

the sewer is at least 18 inches below the invert of the water main.

1.6.2.1.10 Water mains crossing above sewer lines shall be waterworks grade ductile

iron pipe. The crossing shall be at the midpoint of the section of sewer pipe.

The ductile iron water pipe shall be laid with a 20-foot section of pipe

centered at the sewer line to insure that joints are as far as possible from the

crossing.

1.6.2.1.11 Water mains crossing sewers shall be laid to provide a minimum vertical

distance of 18 inches between the outside of the water main and the outside of

the sewer. Should location conditions prevent the water main from being

buried to meet the above requirements and maintain minimum cover, HWUmay allow a deviation on a case by case basis, if supported by data from the

engineer. Such deviation may be allowed if the sanitary sewer line is

constructed with ductile iron pipe with protective internal coating of

Protecto-401 or equivalent epoxy coating (RCP or cement lined DIP for

storm sewer) for a distance of 10 feet on each side of the water line and one

full length of water main is centered over the sewer so that both joints will be

as far from the sewer as possible. As an alternative for existing sewers, the

sewer line may be encased in a steel casing pipe with end seals for 10 feet on

each side of the water line.

1.6.2.2 PIPE BEDDING

1.6.2.2.1 All water main pipe shall be bedded with select material. Where suitable soil

conditions are encountered, the trench bottom may be shaped to cradle the

bottom 60 degrees of the pipe.

1.6.2.2.2 All water main pipe shall be supported on a level trench bottom. Holes in the

trench bottom or bedding for pipe bells must be provided at each joint and

should be no larger than necessary for proper joint assembly and assurance

that pipe barrel will lie flat on trench bottom. The trench must supply true and

even support for pipe.

1.6.2.2.3 In no case shall the pipe be supported directly on solid rock. When rock is

encountered in the trench bottom, bedding shall consist of fine gravel or size

#9 crushed stone only.


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1.6.2.3 SPECIAL BACKFILL

1.6.2.3.1 Crushed stone for Special Backfill where required as set out in these

specifications, shall be Kentucky Bureau of Highways crushed stone, size #9.

In locations that require SPECIAL BACKFILL the entire trench shall be

filled with No. 9 crushed stone to a point 4 below the final subgrade. In mostcases this will occur under road crossings. The top 6 of the trench shall be

filled with DGA followed by the appropriate layer of surface material

(asphalt, concrete, gravel, etc.) to bring the trench to final grade.

1.6.2.3.2 All bore pits and any over digging related to such will be stabilized with #3

stone and backfilled with #9 stone to sub-grade.

1.6.2.4 INSTALLATION AND JOINTING

1.6.2.4.1 Jointing of push-on type Ductile Iron Pipe with rubber gasket couplings shall

be accomplished in accordance with the manufacturers specifications.

1.6.2.4.2 Pipe shall not be laid in water or upon frozen sub grade at any time or

condition when, in the opinion of the HWU, conditions are unsuitable.

1.6.2.5 BACKFILLING

1.6.2.5.1 Backfilling of pipeline trenches shall be accomplished in accordance with the

details set forth hereinafter.

1.6.2.5.2 In all cases walking or working on the completed pipelines, except as may be

necessary in tamping or backfilling, will not be permitted until the trench hasbeen backfilled to a point one foot (1) above the top of the pipe. The filling

of the trench and the tamping of the backfill shall be carried on

simultaneously on both sides of the pipe in such a manner that the completed

pipeline will not be disturbed and injurious side pressures do not occur. The

methods of backfilling shall be as follows:

1.6.2.5.3 Method A - Backfilling in Open Terrain:

1.6.2.5.3.1 The lower portion of the trench, from the pipe bedding to a point six (6)

inches above the top outside surface of the pipe, shall be backfilled with

previously excavated soil material which is free from rock and/or acceptableto the Engineer. This soil material shall be placed in a manner approved by

the Engineer and shall be lightly compacted by walking in or hand tamping to

avoid displacement of the pipe. Crushed stone or fine gravel may be used as

backfill in lieu of the compacted soil materials. Tamping or compaction, or

materials used in lieu of same, is not a separate pay item.


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1.6.2.5.3.2 The upper portion of the trench above the compacted portion shall be

backfilled with material which is free from large rock. Incorporation of rock

with any individual piece having a volume exceeding eight (8) cubic inches is

prohibited. Backfilling this portion of the trench may be accomplished by any

means approved by the Engineer. The trench backfill shall be heaped over thetop of the trench or leveled as directed by the Engineer. Material for

backfilling the upper portion of the trench is not a separate pay item.

1.6.2.5.4 Method B - Backfilling Under Sidewalks and Unpaved Driveways:

1.6.2.5.4.1 The trench from the bottom of the trench to grade shall be backfilled with No.

9 crushed stone, or fine river gravel.

1.6.2.5.5 Method C - Backfilling Under Streets, Roads and Paved Driveways:

1.6.2.5.5.1 The lower portion of the trench to a point six inches (6) below the bottom ofthe pavement or concrete sub-slab shall be backfilled with No. 9 crushed

stone or fine gravel. Backfill for the lower portion of the trench is not a

separate pay item.

1.6.2.5.5.2 The upper portion of the trench, from the top of the #9 stone to grade, shall be

backfilled with a base course of dense graded aggregate. At such time that

pavement replacement is accomplished, the excess base course shall be

removed as required. Material for backfilling the upper portion of the trench

is not a separate pay item.

1.6.2.5.5.3 Before final acceptance, the Contractor will be required to level off alltrenches or to bring the trench up to grade. The Contractor shall, at his

expense, also remove and legally dispose of all excess earth or other materials

resulting from construction from roadways, right-of-ways and/or private

property. Hazardous materials are to be handled and disposed of in

accordance with all local, State and Federal requirements.

1.6.2.5.5.4 In the event that pavement is not placed immediately following trench

backfilling in streets and highways, the Contractor shall be responsible for

maintaining the trench surface in a smooth and level condition at proper

pavement grade at all times. The Contractor shall be liable for any damage to

persons or property resulting from the Contractors failure to maintain thetrench surface.


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1.6.2.6 CONCRETE CRADLE ANCHORS, THRUST BLOCKS OR

ENCASEMENTS

1.6.2.6.1 Concrete anchors and thrust blocking of water mains and fittings shall be

placed where shown on the Drawings, required by the Specifications, or as

directed by the Engineer. Concrete shall be 2,500 psi and shall be mixedsufficiently wet to permit it to flow under the pipe to form a continuous bed.

In tamping concrete, care shall be taken not to disturb the grade or line of the

pipe or injure the joints.

1.6.2.6.2 All valves shall be anchored in accordance with the details on the project

drawings.

1.6.2.6.3 No fitting shall be totally encased in concrete so as to prohibit future

excavation or repairs.

1.6.2.6.4 Concrete cradles and/or encasement shall not be allowed except with expresswritten permission by the HWU. If concrete trench stabilization is necessary,

excavate the trench and place the concrete to allow a minimum of four (4)

inches of granular material between the concrete and the installed pipeline or

structure. If concrete protection is required over the top of the pipeline, place

a minimum of four (4) inches of granular material between the pipeline and

the concrete. If flowable fill concrete is used to backfill the trench, bed the

pipeline as indicated on the drawings to a point at least 12 inches above the

top of the pipe prior to placement of the flowable fill.

1.6.2.7 DITCH OR WATERWAY CROSSINGS

1.6.2.7.1 For ditch or waterway crossings 15 feet or greater in width, unless the design

plans indicate otherwise, the pipe shall be of special construction, having

flexible watertight joints, and valves shall be provided at both ends of the

crossing so that the section can be isolated for testing or repair. The valves

shall be easily accessible, and not subject to flooding. The valve closest to the

supply source shall be supplied with a test point.

1.6.2.7.2 For ditch or waterway crossings less than 15 feet in width, restrained joint

gaskets shall be used on the ductile iron pipe.

1.6.2.7.3 The Contractor shall include allowance in his bid to divert water during creekcrossing installation, dewatering and/or other steps necessary to accomplish

the work. No extras will be allowed for this work unless clearly outside the

scope of what normally should be expected and the Contractor immediately

notifies the Owner if such a situation is encountered.


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1.6.2.8 FIRE HYDRANT INSTALLATION

1.6.2.8.1 Hydrants shall be located as shown on the plans or as directed by the

Engineer. The location shall provide complete accessibility and minimize the

possibility of damage from vehicles or injury to pedestrians. When placed

behind the curb or sidewalk, the hydrant barrel shall be set so that no portionof the pumper or hose nozzle cap will be less than 4-0 from the gutter face

of the curb, the edge of sidewalk, or a driveway. All hydrants shall stand

plumb with the pumper nozzle facing the curb. Hydrants shall be set to the

established grade, with nozzles at 18 inches above finished grade as shown on

the drawings or as directed by the Engineer. Unless otherwise shown, each

hydrant on the drawings shall be connected to the main with a 6-inch branch

connection controlled by an independent 6-inch gate valve. Fine grade river

gravel to be placed 6 from surface to 6 below waterline in a 2-0 radius

around hydrant barrel, for dissipation of weep hole drainage. No drainage

sump shall be connected to a sanitary sewer. No hydrant shall be set over any

other utility.

1.6.2.8.2 All hydrants shall be provided with a concrete backing. The concrete backing

shall be concrete thrust block, minimum of 2-4 x 6 x 16 concrete block,

set against undisturbed earth. The backing shall be placed between

undisturbed ground and the fitting to be anchored. The backing shall be so

placed that the pipe and fitting joints will be accessible for repair. If shown

on the drawings or directed by the Engineer any movement shall be prevented

by attaching suitable metal rods, clamps, or restrained fittings.

1.6.2.9 FITTING INSTALLATION

1.6.2.9.1 M.J. Fittings shall be installed with a restraining gland (Meg-a-Lug by Ebaa

Iron, Uni-Flange Series 1400 by Ford Meter Box, or approved equal) or other

mechanical restraining system approved in writing by HWU and torqued at

the specified foot-pounds of the manufacturer. Additionally, joining restraint

is required along the length of pipe indicated on the drawings for the various

type and size of fitting.

1.6.2.9.2 All rubber gaskets in M.J. fittings shall be soaped as per manufacturer

recommendations.

1.6.2.9.3 Mechanical joints shall be made in accordance with the recommendations ofthe manufacturer. Joint bolts shall be drawn up equally around the entire

periphery maintaining equal spacing from the gland to the face of the flange at

all points around the joint. All bolts shall be tightened to within the following

torque range. Bolts may be snugged with an air wrench.


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FINAL TIGHTENING SHALL BE BY HAND OPERATED TORQUE WRENCH

WITH BOLTS TORQUED TO THE FOLLOWING SPECIFICATIONS:

PIPE SIZE BOLT SIZE RANGE OF

TORQUE

(in.) (in.) (ft.-lb.)

3 5/8 45-60

4-24 3/4 75-90

30-36 1 100-120

42-48 1 1/4 120-150

1.6.2.10 TERMINATION OF LINE

1.6.2.10.1 Lines shall be terminated for future use as shown on the drawings. If not

shown on the drawings, termination shall be with a flushing hydrant.

1.6.2.11 LINE VALVES

1.6.2.11.1 Line valves shall be installed not more than 600 apart and where a main tees

off to another line. A line valve shall be installed at each outlet/inlet of the

tee, for a total of 3 valves. Tees for hydrants shall include 2 line valves and

one hydrant valve. A line valve shall be installed at the end of every line with

full section of pipe and end cap. Line valve to be placed outside roadway

unless approved by HWU.

1.6.2.12 HYDRANT VALVES

1.6.2.12.1 Hydrant valves shall be installed on a single 6 tee line with no other taps or

services. Hydrant valve must isolate the hydrant only.

1.6.2.12.2 Valve boxes for gate valves shall be two or three piece type. Valve boxes

shall be accurately centered over valve operating nut, with backfill thoroughly

tamped about them. Valve box bases shall not rest on the valves but shall be

supported on crushed stone fill. They shall be set vertically and properly cut

and/or adjusted so that the tops of boxes will be at grade in any paving, walk

or road surface, and 2 to 3 inches above ground in grass plots, fields, woods,

or other open terrain.

1.6.2.13 CASING PIPE FOR BORE OR DITCH CROSSING

1.6.2.13.1 Steel casing pipe for bore or ditch crossings shall be placed at the elevations

shown on the Drawings. All joints between lengths shall be solidly welded


31/52



with a smooth non-obstructing joint inside. The casing pipe shall be installed

without bends. The pipelines shall be installed after the casing pipe is in

place.

1.6.2.13.2 Ductile Iron pipes in casings shall be supported with manufactured PVC or

polyethylene liner skids in accordance with the manufacturersrecommendations. A minimum of two spacers shall be provided with each

length of pipe. All skid materials shall be furnished and installed at the

Contractors expense.

1.6.2.13.3 At each end of the casing pipe, the pipeline shall be sealed with casing seals

model AM by Advance Products and Systems, Inc., (www.advprod.com).

1.6.3 LOCATOR WIRE AND TAPE

1.6.3.1 Tracer wire and locator tape shall be furnished and installed with all water

mains. The tracer wire shall be taped or suitably held over the top center ofthe pipe and shall be #12 single strand copper wire with THW insulation or

approved equal. All splices shall be made with the aid of DBR Direct Bury

Splice Connectors as manufactured by 3M Electrical Products Division to

insure continuity and insulation of the copper wire from the soil. Tracer wire

shall be securely connected at flange bolts to all valves, fittings and hydrants

to provide a suitable electrical connection. The electrical continuity of tracer

wire between valves and fire hydrants shall be verified and defects found shall

be corrected prior to acceptance by the Engineer. A metallic locator tape shall

be buried in the trench a minimum of 12 over the top of the pipe and a

minimum of 12 below the finished grade. The words Caution Water Line

Below shall be repetitively printed along the length of the tape.

1.6.4 FIELD QUALITY CONTROL

1.6.4.1 TESTING PIPE

1.6.4.2 The CONTRACTOR will be required to test all pipelines and appurtenances

with water. The maximum test pressure, measured at the lowest elevation of

the pipeline being tested, shall be the pressure class of the pipe unless a

specific test pressure is shown on the Drawings. The minimum test pressure

shall be 1.5 times the design static pressure or 150 psi, whichever is greater.

1.6.4.1.3 When the line or section being tested is pumped up to the required pressure, it

shall be valved off from the pump and a pressure gauge placed in the line.

The pressure drop in the line, if any, shall be noted. If no pressure drop is

noted in 4 hours, the HWU, at its discretion, may accept the line or section as

being tested, or HWU may require the test run the full 24 hours.


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1.6.4.1.4 At the end of the 24-hour test period, the pressure shall be recorded. If there

is a drop in pressure, the CONTRACTOR shall be required to find and repair

any leaks, and retest until there is no pressure drop over the test period.

1.6.4.1.5 Regardless of the testing, all leaks that are evident, in the opinion of theENGINEER, due to water at the surface of the ground, or by listening, the

leak can be heard underground with the geophone, or any other means of

determining a leak, the CONTRACTOR shall be required to repair those

leaks.

1.6.4.1.6 The CONTRACTOR shall furnish the meter or suction tank, pipe test plugs,

and bypass piping, and make all connections for conducting the above tests.

The pumping equipment used shall be centrifugal pump, or other pumping

equipment, which will not place shock pressures on the pipeline. Power

plunger or positive displacement pumps will not be permitted for use on

closed pipe system for any purpose.

1.6.4.1.7 Inspection of pipe laying shall in no way relieve the CONTRACTOR of the

responsibility for passing tests or correcting poor workmanship.

1.6.4.1.8 All testing will be observed by HWU or HWUs representative.

1.6.4.1.9 Test sections of water main shall not exceed 2500 feet in length. Inline valves

are to be suitably located along the water main to accommodate this

requirement.

1.6.4.2 DISINFECTION

1.6.4.2.1 The new section must be ready for use before disinfection is done and the new

line placed into service.

1.6.4.2.2 Before any new section is put into service and prior to final acceptance, the

CONTRACTOR shall disinfect all constructed water lines carrying treated

water in accordance with AWWA C651, latest revision, and local and state

regulations.

1.6.4.2.3 Prior to starting disinfection, all water mains must be thoroughly flushed to

remove debris. Disinfection will then be accomplished by the adding of thechlorine solution while filling the main to obtain the initial 50 ppm of

chlorine. The CONTRACTOR shall supply all equipment, labor, etc.

necessary for flushing and disinfecting the mains. The CONTRACTOR shall

submit, in writing, to the ENGINEER, the method he proposes to use for

adding the chlorine.


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1.6.4.2.4 Disinfection shall be accomplished by filling the new and/or repaired portions

of the system with water having a chlorine content of at least 50 parts per

million and at the end of a 24 hour contact time a residual of at least 25 parts

per million shall remain. At the end of the 24-hour contact period, all the

sterilized surfaces and areas shall be thoroughly flushed from the watersystem.

1.6.4.2.5 For tie-ins to an existing system such as the use of tapping valves where

keeping the main out of service would restrict service to existing customers,

disinfection shall, at the ENGINEERS discretion, consist of thoroughly

cleaning the new part with a solution containing not less than 200 mg/l (ppm)

chlorine.

1.6.4.2.6 After initial disinfection and flushing, the CONTRACTOR will use a certified

lab to collect water samples for bacteriological testing. A core zone, which

includes up to the first mile, shall be established. Two samples shall betaken from the core zone. Additionally, 1 sample taken from each mile of

new distribution main shall be submitted to HWU. A new or routine

replacement main shall not be placed in service until negative laboratory

results are obtained on the bacteriological analyses. Sample bottles shall be

clearly identified as special construction tests. If any of the samples are

found to be positive or contain confluent growth, the CONTRACTOR shall

repeat the disinfection procedure until the required numbers of negative

samples are obtained.

1.6.4.2.7 Certified results shall be presented to HWU in writing before the new section

is put in service. HWU personnel will then place the new section in service ifusage connections are made and the section is ready for use. Under no

circumstances are valves to be operated by anyone other than HWU

personnel.

1.6.4.2.8 Water used for flushing shall be metered and charged to the CONTRACTOR.

1.6.4.3 DE-CHLORINATION

1.6.4.3.1 Chlorinated water shall be disposed of in accordance with 401 KAR 5:031

and 8:020 which state that the allowable in stream concentration of chlorine is

10 ug/l, which is equal to 0.01 mg/l. The CONTRACTOR shall submit, inwriting to the ENGINEER, the method he proposes for dechlorinating.

Recommended chemicals, as given in AWWA C651-86, are sulfur dioxide,

sodium bisulfate, sodium sulfite, and sodium thiosulfate.


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1.6.4.4 WATER FOR TESTING, FLUSHING, AND DISINFECTION

1.6.4.4.1 Water for the initial pressure test, flushing, and disinfection will be supplied

or paid for by the CONTRACTOR.

1.7 WATER SERVICE LINE & METER SETTER SPECIFICATIONS

1.7.1 PRODUCTS

1.7.1.1 All service pipe shall be type K soft copper.

1.7.1.2 METER SETTER KIT

1.7.1.2.1 dual setter kit shall be CITCO #DH1434-2-COMP or WWSI Fab Meter

Box or approved equal.

1.7.1.2.2 1 dual setter kit shall be CITCO CMU 1.0 or 1 WWSI Fab Meter Box orapproved equal.

1.7.1.2.3 1 dual setter kit shall be CITCO CMU 1.5 or 1 WWSI Fab Meter Box

or equal.

1.7.1.2.4 2 dual setter kit shall be CITCO CMU 2.0 or 2 WWSI Fab Meter Box or

approved equal.

1.7.1.3 METER BOX TOPS AND LIDS

1.7.1.3.1 Dual meter box top and lid shall be Ford Model A53H-T or Vestal RMC-21Lwith small nut non-recessed CI meter box locking ring and cover 32-094 or

approved equal.

1.7.1.3.2 Single meter box top and lid shall be Ford Model A52H-TT or Vestal RMC-

18L meter box cover, 32-023 or approved equal.

1.7.1.3.3 Corporation stop shall be Ford Model F-600-3, F-600-4, FB400-6, FB400-7 or

approved equal.

1.7.1.3.4 All soft copper connections shall be flare type connections.

1.7.1.3.5 Service saddles shall be Ford Model FS303 or approved equal.

1.7.1.3.6 Service saddles are required for PVC mains.


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1.7.2 EXECUTION

1.7.2.1 All new service lines, corporation stops and meter kits necessary for service

up to and including the meter box shall be installed before water main is

tested or put in service.

1.7.2.2 All new corporation stops are to be installed in the horizontal 3 oclock or 9

oclock positions in accordance with standard drawing.

1.7.2.3 All taps on the water main shall be made with an AWWA approved tapping

machine (no manual taps will be allowed). Saddles are not required for taps

of 1 or smaller on ductile iron pipe. All other taps require the use of a

service saddle. Saddles are required on all PVC pipe.

1.7.2.4 A standard setter kit shall be installed at locations as shown on the

construction drawings and as per standard drawings.

1.7.2.5 Backfill under sidewalk, curb and roadway shall be special backfill as per

standard drawings.

1.7.2.6 Final finish elevation on meter kit assembly shall match final finish grade of

lot.

1.7.2.7 Location of meter kit assembly shall be centered on property line.

1.7.3 FIELD QUALITY CONTROL

1.7.3.1 All new service lines and accessories shall be tested to same standards and atthe same time as the water main.


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Documents

Hwu Technical Manual Potable Water 2004-04-27